HomeMy WebLinkAboutPROJECT INFORMATIONr
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014
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Feeney, Inc SCNN ED
2603 Union Street
Oakland, CA 94607 St. Lucie Collnhv
SUBJ: FEENEY DESIGN -RAIL®
ALUMINUM RAILING WITH HORIZONTAL CABLERAIL INFILL
SERIES 100, 150, 200, 300, 350 AND 400 SYSTEMS
C,(
PPS 4 �' I b
26 Nov. 2014
The Design -Rail® System (DRS) utilizes aluminum extrusions and stainless steel cable infill to
construct building guards and rails for decks, balconies, stairs, fences and similar locations. The
system is intended for interior and exterior weather exposed applications and is suitable for use
in all natural environments. The DRS may be used for residential, commercial and industrial
applications: The DRS is an engineered system designed for the following criteria:
The design loading conditions are:
On Top Rail:
Concentrated load = 2001bs any direction, any location
Uniform load = 50 plf, any direction perpendicular to top rail
On In -fill Cables:
Concentrated load = 50# on one sf.
Wind load is not significant on cable infill.
Refer to IBC Section 1607.7.1 for loading.
The DRS system will meet all applicable requirements of the 2006, 2009 and 2012 International
Building Codes, Florida Building Code, California Building Code and Aluminum Design
Manual. Wood components and anchorage to wood are designed in accordance with the
National Design Specification for Wood Construction.
Edward Robison, P.E.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014 aj2 f
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Contents: Page Contents: Page
Typical Installations 3 Series 1001150 Top Rail to Post 31
Load Cases 4 Intermediate Bottom Rail Post 31
Standard Post 5 Intermediate Post Fitting 100/150 32
45° Corner Post 6 Series 200 Top Rail 33
Connection to Base Plate 7 Series 300 Top Rail 34
Base Plate Design 5"x5"x3/8" 7-8 Series 350 Top Rail 35
Base Plate Anchorage 8 Series 400 Top Rail 36
Offset Base Plate 8 Top Rail Vertical Load Sharing 37
Narrow Base Plate 3"x5" 9 Picket Infill Insert 38
6.Screw Post 10-11 Top Rail to Post Connection 39
6 Screw 45° Corber Post 12 Top Rail Splices 40
Base Plate Mounted to Wood 13 Intermediate Rail 41
Base Plate Mounted to Concrete 14 Mid Rail 42
Core Mounted Posts 15 Picket Bottom Rail 43
Fascia Bracket 16 —20 Pickets 44
Fascia Mounted Post 21 - 24 Post Rail Connection Block 45
Stanchion Mount 25 - 26 Wall Mount End Caps 46 - 47
Stanchion Welded to Base Plate 27 Grab Rail Bracket 48 - 49
Pool Fence/Wind Fence 28 Cable Infill 50 —59
Series 100 Top Rail 29 Cable Forces on Posts 53 - 54
Series 150 To Rail 30 Lag Screw Withdrawal From Wood 60
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Gig Harbor, WA 98329
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Feeney Design -Rail® — Horizontal Cablerail Infill
TYPICAL INSTALLATIONS:
11/26/2014 a e O'C",
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Surface mounted with base plates:
3/8" mounting hardware depends on substrate refer to calculations for hardware specifics.
Residential Applications:
Rail Height 36" above finish floor.
Standard Post spacing 6' on center maximum.
Bottom rail intermediate post recommended for post spacing over 5', see page 28.
All top rails
Commercial and Industrial Applications:
Rail Height 42" above finish floor.
Standard Post spacing 5' on center maximum.
All top rails
Pool Fence/Wind Fence - Horizontal cable rail may not be used for pool fences.
4' post spacing, 5' post height.
Core pocket /embedded posts, fascia bracket, or stainless steel stanchion mounted:
Residential Applications:
Rail Height 36" above finish floor.
Standard Post spacing 6' on center maximum, series 100, 150 and 400.
8' on center Series 200, 300, and 350.
Bottom rail intermediate post recommended over 5', see page 28.
Commercial and Industrial Applications:
Rail Height 42" above finish floor.
Standard Post spacing 5' on center maximum, series 100, 150 and 400
6' on center Series 200, 300, and 350.
Bottom rail intermediate post recommended over 5', see page 28.
Pool Fence/Wind Fence
4' post spacing, 5' post height.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
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Feeney Design -Rail® — Horizontal Cablerail Infill
LOAD CASES:
Rail Dead load = 5 plf for 42" rail height or
less.
Loading:
Horizontal load to top rail from in -fill:
25 psf*H/2
Post moments
Mi = 25 psf*H*S*H/2 =
= 12.5*S*H2
For top rail loads:
M, = 200#*H
M. = 50plf*S*H
For wind load surface area:
Cables 1/8" wide by-3" on center
Top rail = 3" maximum
Post = 2.375"
Area for typical 4' section by 42" high:
39"*2.375"+3"*48"+1.7"*45.625"
+0.125*45.625"* 12+0.75*36" = 409.6 inz
% surface/area = 109.6/(48"*42") = 20.3%
Wind load for 25 psf equivalent load =
25/0.203 = 123.0 psf
This exceeds wind load for all locations in the
United States:
11/26/2014 1e!601'
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Exceeds 150 mph 3 second gust, Exposure D.
Therefore wind load will not limit cable infill installations.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
STANDARD POST — 2-3/8" Square
Post Strength
6005-T5 or 6061-T6
Post
-Area 0.995 in2
I . = Iyy = 0.863 in4
S = 0.726 in3
r = 0.923 in
J = 0.98 in
k s 1 for all applications
Allowable bending stress ADM Table 2-22
Fab = 19 ksi
Si = LB Sc = LB • 0.726 = 1.58 LB
0.5,7[IyJ] 0.5 0.8* [63 •0.98]
for LB s 146 = 92" — FcB = 21 ksi
158
for LB > 92" FCB= 2.394.24(1.58 LB)tn
Mau = 0.726 • 19ksi = 13,794 '�" = 1,149fift
11/26/2014 II le )Page 5 o '60] P
2-3/8 square x 0.1" thick
For posts directly fascia mounted with 3/8" bolts through post:
Reduced strength at bolt hole:
Bening perpendicular to bolts
Sred — 0.6026 in3
F,b = 21 ksi at reduced section _
Mred = 21ksi *0.6026 in3 = 12,655"#
For bending parallel to bolts:
S,pd = 0.564 in3, Ar = 0.125* 1.8752 = OA39 in2
F,b = 21 ksi at reduced section
Mred = 21ksi *0.564 in3 = 11,844"#
To allow for shear stress from bolt bearing on post limit moment so that:
M/11,844 +[(Twjd0.439)/l2000]2 s 1.0
For example if bolt tension = 2,000# themaximum allowable moment is:
Ma = { 1.0-[(2000/OA39)/12000]21* 11,844 = 10,137"#
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
I ' Feeney Design -Rail® — Horizontal Cablerail Infill
45° Corner Post
• 6005-T5 or 6061T6
Post Section Properties
Area 1.355"
Ixx= 1.120 in4
Iyy = 1.742 in4
Sxx = 0.812 m3
Syy = 0.900 in3
rxx = 0.975 in
ryy = 1.175 in
J = 1.146 in
k = 1 for all applications
Allowable bending stress ADM Table 2-22
Fm = 19 ksi
Si = LB SC = LB • 0.900 =
0.5✓(IyJ) 0.5✓(1.120*1.146
=1.58 LB
for LB s 146 = 92".— FCB = 21 ksi
1.58
for LB > 92" FCB= 2.394.24(1.58 LB)112
Mall = 0.812 0 19ksi = 15,428 s"=1,2864ft
Connection to base plate
Post uses standard base plate
61111
11/26/2014 age 6 of 6?
2�25i
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
CONNECTION TO BASE PLATE
Failure modes —> screw tension
— screw shear
— screw withdrawal
For screw withdrawal see ADM 5.4
W=2.3•e•d•a-Fay
e =. full thread engagement = 1"
d = max root diameter = 0.248"
minor = 0.185"
Base plate to post screws are AISI 4037 steel alloy
fabricated in accordance with SAE J429 Grade 8
and coated with Magni 550 corrosion protection.
Fv = 20 ksi
W = 2/3 • 1" • 0.248" • n • 20ksi
W = 10.39k
W' = 10.39 = 3A6k
3.0 Safety factor
Screw tension — Ty = 0.0483 inz • 110 ksi = 5314 #
0.0483 —major root area, 0.0376 = minor root area
11/26/2014
Page 7 of 60
Vu = 0.0483* 45ksi=2,174#
Ftu = 0.0376 • 156 ksi = 56401Y
Safety factors for screws calculated from SEVASCE 8-02 Section 5 LRFD factors
For yielding SF = 1.6/0.75 = 2.13 — 5,3140/2.13 = 2,495#
For fracture SF = 1.6/0.65 = 2.46 — 5640/2A6 = 2,293#
Shear strength
For fracture SF = 1.6/(0.9*0.75) = 2.37 —> 5,640/2.37=2,380't
BASE PLATE DESIGN
Base plate bending stress
Ft = 24 ksi Smin = 5" • 3/82 = 0.117 in3
6
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobisonC-@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
Base plate allowable moment
Mail = 24 ksi • 0.117 in3 = 2,812 "#
— Base plate bending stress
Ts=C
M = 0.8125" • TB • 2
Tali= 2,812 = 1,7300
2 • 0.8125
Maximum post moment for base plate strength
Matt = 2 • 1,730 • 4.375" = 15,1421"
Limiting factor = screws to post
Mint = 2 • 5,3140. 2.28" = 24,2324"
Mau = 2 • 2,2930. 2.28"=10,456"#
For factors of safety refer to Aluminum Design
Manual Section 5.3.2.1
and SEI/ASCE 8-02 section 5
11/26/2014 9t '` d =age 8 ofi604'�) j
N]
3/8" SQ, AL. TUBE
LOCK NUT
9_BUTTON WASHER
5x5x3/8 BASE
PLATE
\BASE PLATE SCREW
3/8 BOLT
BASE PLATE ANCHORAGE
3/8" mounting hardware depends on substrate, select appropriate fasteners for the
substrate to provide the required strength.
TDes= 10,456 = 1,195"
2 •4.375"
adjustment for concrete bearing pressure:
a = 2* 1,195/(2*3000psi*4.75") = 0.087"
T'Des= 10,456 = 1,20V
2 • (4.375"-0.087/2)
For 200# top load and 42" post ht
T2oo = 8,400 = 960#
2*4.375"
For 42" post height the maximum live load at the top of the post is:
P.. = 10,456"#/42" = 2500
For 50 plf live load maximum post spacing is:
S,a. = 2509/50 plf = 5.0' = 5'0"
OFFSET BASE PLATE
Offset base plate will have same allowable loads as the standard base plate.
Anchors to concrete are same as for standard base plate.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 99329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
,. ,
Feeney Design -Rail® — Horizontal Cablerail Infill
NARROW BASE PLATE
The narrow base plate attaches to the post
with the same screws as the standard base
plate.
For long dimension perpendicular to the guard
the bolt loads may be assumed as the same as
for the standard 5x5 base plate.
For base plate oriented with the long
dimension parallel to the guard the design
anchor load is:
T = 10,500/(2*2.8") = 1,875#
When attached to steel with 3/8" bolts the
narrow base plate may be oriented in either
direction.
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11/26/2014 Page 9ko 0Q:,1: 'J
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When attached to wood with the base plate oriented with the long dimension perpendicular to the
guard there is no reduction in load with the lag screw sizes as calculated on page 10.
When attached to wood using lag screws with the base plate oriented with the long dimension
parallel to the guard the allowable load per post is multiplied by 0.7.
For example if the base plate is attached with'6" lag.screws on a weather exposed deck the
maximum post height is reduced to:
H = 0.7*42" = 29A"
When attached to wood using 3/8" hex bolts with the base plate oriented with the long dimension
parallel to the guard the allowable load per post is the same as for the standard base plate
provided that a base plate is used under the nuts with washers.
When installed to concrete the anchors shall be custom designed for the imposed loads based on
the actual conditions of the proposed installation. The standard concrete anchor design shown
herein for the 5x5 base plate may not be used because the anchor spacing is inadequate.
6 Screw Variant
Base plate may be modified for use with the 6 screw post. The baseplate to post when installed
with the 6 screws will have the same strength as the standard baseplate with 6 screws. Baseplate
anchorage must be designed based on the actual post loading.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
� r
Feeney Design -Rail® - Horizontal Cablerail Infill 11/26/2014 i !age lb of°I60-!
SIX SCREW POST - 2-3/8" Square
Post Strength
6005-T5 or6061-T6
Post
-Area 1.1482"
I, = 0.0971 in4
Iyy = 0.8890 in4 0293(r 9 4fi00
%. = 0.8388 Ina
Syy = 0.7482 in3
rx, = 0.9319 in
ryy = 0.8799 in
J = 0.986 in
k s 1 for all applications
Allowable bending stress ADM Table 2-22
Fib = 19 ksi
S1 = LB SC = LB • 0.726 = 1.551 LB
o.5Tr —iyjl 0.5* [0.889.0.986]
for LB s 146 = 94.1" -> FCB = 21 ksi
1.551
for LB > 94.1" FCB= 239-0.24(1.551LB)112
Strong axis bending (typically perpendicular to rail)
Mau = 0.8388 • 19ks' = 15,937 #"=1,328.1'#
Weak axis bending (typically parallel to rail)
Mau = 0.7482 • 19ksi = 14,216 #" = 1,184.65'#
EDWARD C.ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
SIX SCREW CONNECTION TO BASE PLATE
Screws are the same as for the standard 4 screw
connection.
Screw embedment length into the screw slots is
adequate to develop the full screw tension strength.
Use same screw tension strength as used for the four
screw connection:
T. = 2,293# per screw
Va = 917# per screw
Vdea = 6*917 = 5,502#
limiting shear load on post so that screw shear stress
doesn't reduce the allowable tension:
Vo.2 = 0.2*5,502# = 1,100#
11/26/2014 ,g _14f �0 Lr.
it rim � t,
Base plate thickness and strength same as for standard post.
Allowable moment on the posts based on screw tension strength:
Strong axis bending -
Mbase = 3 screws*2,293#*2.38" = 16,372"# > 15,937V
6 screw connection will develop the full post strength.
Weak axis bending -
Mb.s = 2 screws*2,293#*2.38"+ 2 screws*0.5*2,293#*2.38"/2+ = 13,643"# s 14,216"#
6 screw connection won't develop the full post strength for weak axis bending.
LIMITING POST MOMENTS FOR SIX SCREW CONNECTION:
STRONG AXIS BENDING MA =15,93TV=1,328.1'#
WEAK AXIS BENDING MA=13,643"#=1,136.9'#
Connection strength to the narrow baseplate when made with the 6 screws will be the same.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253=858-0856 eliobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
Six Screw 45° Post
6005-T5 or 6061-T6
Post Section Properties
Area 1.338"
Ixx = 1.2940 in4
Iyy = 1.7507 in4
S. = 0.8755 in3
Syy = 0.9047 in3
r. = 0.9834 in
ryy = 1.1438 in
J = 1.148 in
k = 1 for all applications
Allowable bending stress ADM Table
2-22
Far, = 19 ksi
Si = LB Sc = LB • 0.9047 = 1.48 LB
0.5 -V(Iy J) 0.5 ✓(1.294. 1.148)
for LB s 146 = 9835" — FCB = 21 ksi
1.48 -
for LB > 92" FCB= 2.39-0.24(1.48 LB)v2 `
11/26/2014 4 Page`12 of� 0
For bending that is typically perpendicular to the rail:
Mali = 0.8755 • 19ks, = 16,635 4" = 1,386.2#ft
Connection to base plate uses custom base plate with special screw pattern:
Screw strength same as previously calculated.
For outward force-
Mb. = 2 screws*2,293#*2.718"+1*2.333*(2.333/2.718)*2,293 = 17,057"#> 16,635"#
For inward force:
Mbue = 1*2,293#*2.763"+2*2.243*(2.243/2.763)*2,293 = 14,686"# < 16,635"#
For inward force the screw strength limits the post moment to 14,686"#
Base plate strength same as previously calculated.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 e]robison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
11/26/2014 g df' U.
BASE PLATE MOUNTED TO WOOD — SINGLE FAMILY
36" GUARDS
For 200# top load and 36" post height:
T2oo = 77,200 = 823#
2*4.375"
M = 200#*36" = 7,200"#
Adjustment for wood bearing: FIMSHm RA
Bearing Area Factor:
Cb = (5"+0.375)/5" = 1.075
a = 2*823/(1.075*625psi*5")= 0.49"
T = 7,200/[2*(4.375-0.49/2)]= 872#
Required embed depth:
(G z 0.43) NDS Table 11.2A
W' = WCD = 243* 1.33 = 323#
For protected installations the minimum
embedment is:
le = 872#/323#/in = 2.70" : +7/32" for tip = 2.92"
For weather exposed installations the minimum embedment is:
le = 872#/(0.75*323#/in) = 3.60": +7/32" for tip = 3.82"
FOR 36" HIGH WEATHER EXPOSED INSTALLATIONS USE 5" LAG SCREWS AND
INCREASE BLOCKING TO 4.5" MINIMUM THICKNESS.
42" HIGH GUARDS
For 200# top load and 42" post height: M = 200#*42" = 8,400"#
T2oo = 88,400 = 960#
2*4.375"
Adjustment for wood bearing:
a = 2*960/(1.075*625psi*5")= 0.572"
T = 8,400/[2*(4:375-0.572/2)]= 1,027#
Required embed depth:
For protected installations the minimum embedment is:
le = 1,027#/323#/in = 3.18" : +7/32" for tip = 3.40" 4.5" minimum lag length.
For weather exposed installations the minimum embedment is:
le = 1,027#/(0.75*323#/in) = 4.23" : +7/32" for tip = 4.45"
FOR 42" HIGH WEATHER EXPOSED INSTALLATIONS USE 6" LAG SCREWS AND
INCREASE BLOCKING TO 5.5" MINIMUM THICKNESS.
3/8" Stainless steel bolts with heavy washers bearing on the wood may be used through the
solid wood blocking with a minimum 3" nominal thickness.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014 rak f� 1
BASE PLATE MOUNTED TO CONCRETE - Expansion Bolt Alternative:
Base plate mounted to concrete with ITW Red Head Trubolt wedge anchor 3/8"x3.75" concrete
anchors with 3" effective embedment. Anchor strength based on ESR-2427
Minimum conditions used for the calculations:
f'c z 3,000 psi
edge distance =225" spacing = 3.75" a
h = 3.0": embed depth
..Q.
For concrete breakout strength:
Ncb = [ANcg/ANco3q)ed,Nq)c,N(PcP,NNb — ra
ANcg= (1.5*3*2+3.75)*(1.5*3+2.25) = 86.06 inz 2 anchors
ANco= 9*32 = 81 in2 a .Q
Ca,cmin = 1.5" (ESR-2427 Table 3)
Cac = 5.25" (ESR-2427 Table 3) ,. n
(Pcd,N = 1.0
q)c,N = (use 1.0 in calculations with k = 24)
cpcp,N= max (1.5/525 or 1.5*3"/5.25) = 0.857 (ca,min scar)
Nb = 24*1.0*✓3000*3.01s = 6,830#
Ncb = 86.06/81 * 1.0* 1.0*0.857*6,830 = 6,219 s 2*4,200
based on concrete breakout strength.
Determine allowable tension load on anchor pair
Ts = 0.65*6,219#/1.6 = 2,526#
Check shear strength - Concrete breakout strength in shear:
Vcb = AvdAvco((Ped,V(Pc,Vq)h,VVb
Avc = (1.5*3*2+3.75)*(2.25*l.5) = 43.03
Avg= 4.5(czl)2 = 4.5(3)2 = 40.5
<ped,v= 1.0 (affected by only one edge)
rPc,v= 1 A uncracked concrete
(ph,v= V(1.5eal/ha) = ✓(1.5*3/3) =1.225
V6= [7(ldda)0-2✓da]k✓f'c(cat)L5 =[7(1.625/0.375)o.2✓0375]1.0✓3000(3.0)1s=1,636#
Vcb = 43.03/40.5* 1.0* 1.4* 1.225* 1,636# = 2,981#
Steel shear strength = 1,830#*2 = 3,660
Allowable shear strength
OVN/1.6 = 0.70*2,981#/1.6 = 1,304#
Shear load = 250/1,304 = 0.19 s 0.2
Therefore interaction of shear and tension will not reduce allowable tension load:
M, = 2,526#*4.375" = 11,053"# > 10,500"#
DEVELOPS FULL BASEPLATE MOUNTING STRENGTH.
ALLOWABLE SUBSTITUTIONS: Use same size anchor and embedment
Hilti Kwik Bolt TZ in accordance with ESR-1917
Powers Power Stud+ SD2 in accordance with ESR-2502
Powers Wedge -Bolt+ in accordance with ESR-2526
EDWARD C. ROBISON, PE
10012 Creviston Dr NW —
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
i
Feeney Design -Rail® — Horizontal Cablerail Infill
CORE MOUNTED POSTS
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11/26/2014 Page 15 of 60
Mounted in either 4"x4"x4" blockout, or 4" to 6" dia by 4" deep cored hole.
Minimum hole diameter = 3 3/8"
Assumed concrete strength 2,500 psi for 2-3/8" SQ POST
existing concrete
� (soos-Ts auor)
BLOCKOUT OR
Max load — 6' •50 plf = 300# CORED HOLE
M = 300#•42" = 12,600"#
Check grout reactions
From EMPi = 0
Pu = 12,600"# + 300# • 3.33" = 5,093#
2.67"
fBmm = 5093#•2 • 1/0.85 = 2,523 psi post to grout
2"•2.375"
fBconc= 2523 • 2"/4" = 1,262 psi grout to concrete
Minimum required grout strength:
f'c = 1.6*2,523/0.75 = 5,400 psi
Core mount okay for 6' post spacing
Posts may be mounted in core holes 3-3/8" diameter minimum.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW -
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
POSTING CONCRETE
10,000 PSI
NON -SHRINK GROUT
Feeney Design -Rail® — Horizontal Cablerail Infill
FASCIA BRACKET
Allowable str-- -
ADM Table
Ft =15 ksi, u
Ft = 20 ksi, fl
FB = 31 ksi
Fc = 20 ksi,f
Section Prop
Area:2.78 si
Perim: 28.99
I, : 3.913 in4
I».: 5.453 in4
Cx.: 1.975 irb
C».: 2.954 in
S..: 1.981 in3
S..: 2.892 in3
Sn.: 1.846 in3
tr
11/26/2014 kge .'If 1'6
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
• ' Feeney Design-Railm — Horizontal Cablerail Infill 11/26/2014
Allowable moment on bracket:
Ma = Ft*S
Max. = 15 ksi* 1.981 in3 = 29,175"#
Mayy = 15 ksi* 1.846 in3 = 27,690"# -
Sidewise moment
Flange bending strength
Determine maximum allowable bolt load:
Tributary flange
br— 8t = 8*0.1875 = 1.5" each side of hole
bt=1.5"+1 "+0.5"+1.75" = 4.75"
S= 4.75"*0.18752/6=0.0278 in3
Maf = 0.0278 in3*20 ksi = 557"#
Allowable bolt tension
T = Mar/0.375 = 1,485#
3/8" bolt standard washer
For Heavy washer
T=Mar/0.1875= 2,971#
- Outward moment
L
�1 (Un 4�Sb/j�r.'v7 18
Page 17 of 60
r.Aauo'
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Typical Installation — 5' post spacing with top rail at 42" AFF
Post load = 250# at 42" AFF — Top hole is typically 3" below finish floor
T p = [250#*(42"+ 9")/6"1/2 bolts = 1,062# tension
Tb.t = [250#(42"+2")/6"1/2 bolts = 917# tension
For lag screws into beam face:
- 3/8" lag screw — withdrawal strength per NDS Table 11.2A
Wood species — G z 0.43 — W = 243#/in
Adjustments — Cd = 1.33, Cm = 0.75 (where weather exposed)
No other adjustments required.
W' = 243#/in* 1.33 = 323 #/in — where protected from weather
W' = 243#/in* 1.33*0.75 = 243#/in — where weather exposed
For protected installations the minimum embedment is:
k = 1,062#/323#/in = 3.29" : +7/32" for tip = 3.50"
For weather exposed installations the minimum embedment is:
L = 1,062#/243#/in = 4.37" : +7/32" for tip = 4.59"
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
75'
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014
Page 18 of 60
Fascia Brackets- Single Family Residence installations to wood deck:
PASOA M=W BRACKET",
PART -VARIES
(1211 , INr SNOM7
WASHES. PACT -70b9
MrFIC L 4 FA. PER SKTJ
I*]
(2x7.12 x 9/4 55 FLAT HEAD
%'REA PART •7279 —
(4x7 -14 x 1' MEK MEAD
TrK BCRHS'l
PART VW11
(<x) 3/S'O x 3-1/T LAG SCFtF^
PART "2"
DQl[3L° 28 OR LAP —ER RIM J010TS
Typical Installation — Post load = 200# at 36" AFF — Top hole is 311 below finish floor
T p = [200#*(36"+ 9")/6"]/2 bolts = 750# tension
Tbot = [200#(36"+3")/6"]/2 bolts = 650# tension
For protected installations the minimum embedment is:
le = 750#/323#/in = 2.32" : +7/32" for tip = 2.54"
For weather exposed installations the minimum embedment is:.
k = 750#/243#/in = 3.09" : +7/32" for tip = 3.31"
Requires 3-1/2" minimum wood thickness (4x)
4" lag screws are acceptable for installation on residential decks with 36" rail height.
Backing may be either built-up 2x lumber or solid beams.
Typical Installation — Post load = 200# at 4211 AFF — Top hole is 3" below finish floor
T p = [200#*(42"+ 9")/6"]/2 bolts = 850# tension
Tbot = [200#(42"+3")/6"]/2 bolts = 750# tension
For protected installations the minimum embedment is:
le = 850#/323#/in = 2.63" : +7/32" for tip = 2.85" Requires 3.5" lag screw
For weather exposed installations the minimum embedment is:
le = 850#/243#/in = 3.50" : +7/32" for tip = 3.72" Requires 4" lag screw
Requires 4-1/2" minimum wood thickness (triple 2x)
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design-Raila — Horizontal Cablerail Infill
6 BOLT ALTERNATIVE:
5" bracket length
Anchor tension may be calculated from I
about the end of the bracket with anchor
load proportional to distance from the edge
of bracket.
EM = Mg — 4*T*2+2.52/4.5*T*2
+ 12/4.5*T*2
Ms = 11.22T
T = Mg/11.22
Typical Installation — Post load = 250# at
42" AFF — Top hole is 3" below finish floor
T p = [250#*(42"+ 7")1/11.22 = 1,092#
tension
Tb,t = [250#(42"+2")]/11.22 = 980# tension
jF1�.
I I(�a'
11/26/2014 Page 19 of 60
For lag screws into beam face:
- 3/8" lag screw — withdrawal strength per NDS Table 11.2A
Wood species — G z 0.43 — W = 243#/in
Adjustments — Cd = 1.33, C,,, = 0.75 (where weather exposed)
No other adjustments required.
W' = 243#/in* 1.33 = 323 #/in — where protected from weather
W' = 243#/in*1.33*0.75 = 243#/in — where weather exposed
For protected installations the minimum embedment is:
le = 1,092#/323#/in = 3.38" : +7/32" for tip = 3.60"
For weather exposed installations the minimum embedment is:
le = 1,092#/243#/in = 4.49" : +7/32" for tip = 4.71"
For residential installations:
36" ht: Tbot = [200#(36"+7")]/11.22 = 766# tension
For weather exposed installations the minimum embedment is:
le = 766#/243#/in = 3.15" : +7/32" for tip = 3.37"
42" ht: Tbw = [200#(42"+7")]/l1.22 = 873# tension
For weather exposed installations the minimum embedment is:
le = 873#/243#/in = 3.59" : +7/32" for tip = 3.81"
For centerline holes only (edge of concrete slab):
T = [250#*(42"+ 7")/2.5"]/2 bolts = 2,450# tension
Design anchors for 2,450# allowable tension load (Halfen anchor inbeds or similar)
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobisonPnan-ows.com
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014
Corner Conditions Fascia Brackets:
Single Outside Corner
Used at an outside corner for a single post, uses 4 anchors with 2
anchors in shear and 2 in tension based on direction of loading.
Bracket strength will be similar to the standard fascia bracket for the
same attachment method. May have top rail mitered corner with top
rail extending two perpendicular directions or single top rail in one
direction.
Single Inside Corner
Used at an inside corner for a single post, uses 4 anchors with 2 anchors in
shear and 2 in tension based on direction of loading. Bracket strength will
be similar to the standard fascia bracket for the same attachment method.
May have top rail mitered corner with top rail extending two
perpendicular directions or single top rail in one direction.
Double Outside Corner
Used at an Outside corner for two posts — top rail may intersect at
corner or terminate at post or before the comer intersection. Uses 4
anchors with 2 anchors in shear and 2 in tension based on direction
of loading. Bracket strength will be similar to the standard fascia
bracket for the same attachment method.
Double Inside Corner
Used at an inside corner for two posts — top rail may intersect at
corner or terminate at post or before the comer intersection.
Uses 4 anchors with 2 anchors in shear and 2 in tension based on
direction of loading. Bracket strength will be similar to the
standard fascia bracket for the same attachment method.
t a"V4e20X0
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
11/26/2014 1j i kom 6!t6 kti
FASCIA MOUNTED POST
Commercial application — Load = 200# or 50 plf any direction on top rail
2-3/8" SQ POST
(6005—T5- ALLOY)
CAP WASHER, OPTIONAL
3/6" X 6" SS LAG BOLT
OR 3/8" SS WEDGE ANCHOR
(MIN 3 1/2" EMBED)
FOR CONCRETE al fVINYLR MATCHED
MOUNTING CAP. OPTIONAL
ill/ COLOR MATCHED
FOR WOOD VINYL CAP
MOUNTING
HEX NUT
CAP WASHER
For 42" rail height and 4' on center post spacing:
P = 200# or 50plf*4 = 200#
Md.k = 42"*200plf = 8,400"#
Load from infill lites:
Live = 25 psf
Md=k = 3.5'*25psf*42"/2*4'o.c. = 7,350"#
DL = 4'*(3 psf*3'+3.5plf)+10# = 60# each post (vertical load)
Horizontal load per post shall be limited to 200# (4 ft on center for 50 plf live load) to limit the
potential for the posts to tear through at the top anchor.
Typical anchor to wood: 3/8" lag screw. Withdrawal strength of the lags from National Design
Specification For Wood Construction (NDS) Table 11.2A.
For Doug -Fir Larch or equal, G = 0.50
W = 305 #/in of thread penetration.
CD = 1.33 for guardrail live loads, = 1.6 for wind loads.
Cm = 1.0 for weather protected supports (lags into wood not subjected to wetting).
Tb = WCDCmlm = total withdrawal load in lbs per lag
W'= WCDCm=305#/"* 1.33* 1.0 = 405#/in
Lag screw design strength — 3/8" x 5" lag,lm = 5"-2.375"-7/32" = 2.4"
Tb = 405*2.4" = 972#
Zu= 220# per lag, (horizontal load) NDS Table 11K
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
Ta = 220#* 1.33* 1.0 = 295#
ZT = 140# per lag, (vertical load)
ZT= 140#* 1.3 3 * 1.0 = 187#
Anchors to be minimum of 7" center to center and
post shall extend 1-1/2" below bottom anchor.
From EM about end
M = (8.5"*T+1.5"* 1.5/8.5*T) = 8.76"T
Allowable post moment
Ma=972#*8.76" = 8,515"#
For 3/8" lag screw okay for 36" rail height
For 3/8" carriage bolts:
Allowable load per bolt = 0.11 in2*20 ksi =
2,200#
For bearing on 2" square bearing plate — area
= 3.8 in2
Pb = 3.8 in2* 1.19*405* 1.33 = 2,436#
Ma = 2,200#*8.76" = 19,272"# (exceeds post
strength)
For vertical load lag capacity is:
2 lags* 187# = 374#/post for live load
21ags#140# = 280#
D + L = 200/374+60/280 = 0.75<1.0 okay
11/26/2014
Page 22 of 60
For corner posts:
For interior and exterior corners there are four lags, two each way. Two lags will act in
withdrawal and two will be in shear: Okay be inference from running posts.
For attachment to concrete — ITW Red Head Trubolt wedge anchor 3/8"x3.75" concrete
anchors with 3" effective embedment, Ta = 1,263# (see page 14 for calculation).
Ma= 1,263#*8.76"= 11,064"#
For attachment to steel — 3/8" bolts will develop full post strength.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014
ALTERNATIVE FASCIA ATTACHMENT CONFIGURATIONS:
To 6x wood fascia:
3 Bolt pattern — 1" from top and bottom and at center:
I = Mg — 4.5 *T+2.752/4.5 *T + 12/4.5*T
Mg = 6.4T
T = Mg/6.4
For 36" residential guard:
T = (36"+7)*200#/6.4 = 1,344#
Exceeds 3/8" lag screw capacity Requires use of thru-bolts/
carriage bolts.
For 42" residential guard:
T = (42"+7")*200#/6.4 = 1,531# .
Exceeds 3/8" lag screw capacity Requires use of thru-bolts/carriage bolts.
Moment capacity of carriage bolts: Ta = 2,200#
Ma = 2,200#*6.4" = 14,080"# - develops full post strength.
To 8x wood fascia
For (4) 3/8" lag screw pattern
Lag screws at 1" and 1.75" from top and bottom:
jM = Mg — 6.5*T+5.752/6.5*T
Mg = 11.59T
T = Mg/11.59
For 36" residential guard:
T = (36"+9")*200#/11.59 = 777#
For weather exposed installations the minimum embedment is:
4 = 777#/243#/in = 3.20" : +7/32" for tip'= 3.42"
For 42" residential guard:
T= (42"+9")*200#/11.5 = 887#
For weather exposed installations the minimum embedment is:
le = 887#/243#/in = 3.65" : +7/32" for tip =3.87"
For (2) 3/8" carriage bolt alternative:
Moment capacity of carriage bolts: Ta = 2,200#
Ma = 2,200#*6" = 13,200"# - develops full post strength.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Page �l3 `tif�6"0'j�
, 4
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014
To 8" nominal slab edge (7.5").
ITW Red Head Trubolt wedge anchor 3/8"x3.75" concrete
anchors with 3" effective embedment. Anchor strength
based on ESR-2427
Minimum conditions used for the calculations:
Pz 3,000 psi
edge distance =2.5" spacing = 2.5"
h = 3.0": embed depth
For concrete breakout strength:
ANcg= (1.5*3*2)*7.5 = 67.5 inz 2 anchors
ANco= 9*32 = 81 inz
Ca,cmin = 1.5" (ESR-2427 Table 3)
Cac = 5.25" (ESR-2427 Table 3)
tp�a,N = 1.0
tp�,N = (use 1.0 in calculations with k = 24)
tp�p,N= 0.7+0.3*[2.5/(1.5*3)] = 0.87
Nb = 24*1.0*✓3000*3.01s = 6,830#
Nib = 69.5/81 *1.0*1.0*0.87*6,830 = 5,098 s 2*3,469
based on concrete breakout strength.
Determine allowable moment load on anchor group
Ts = 0.65*5,098#/1.6*5" = 11,391"#
Develops the full post strength.
yA
age �L4 of�66t5
[TB-61 = Z Vpe�PCe
N OR5
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 eh'obison@narrows.com
e .,
Feeney Design -Rail® — Horizontal Cablerail Infill
STANCHION MOUNT
2"xl-1/2"x 1/8" 304 1/4 Hard Stainless steel tube
Stanchion Strength
Fy. = 30 ksi
Zyy = 0.543 in3
Reserve strength method from SEI ASCE 8-02
section 3.3.1.1 procedure II.
where ddt = (2*2/3) /0.125 = 10.67 < ki
k.1= 1.lA1(FydEo) = 1.1/✓(50/28*103) = 26
M = 0.543 in3*1.25*30 ksi = 20,363#"
M, = dMa/l.6 = 0.9*20,363/1.6 = 11,454#"
Equivalent post top load
42" post height
V = 11,454"#/42" = 273#
Post may be attached to stanchion with screws or by
11/26/2014 Page 25-- fhb
g
m
1 CORE POCKET FILL
i VVITH BONSAL
g ANCHOR CEMENT,
�t NON -SHRINK
f NON-METALLIC
GROUT
grouting.
Grout bond strength to stanchion:
A,u,fac, -✓f'c = 7"*4"*✓8,000 psi = 2,500# (ignores mechanical bond)
for 200# maximum uplift the safety factor against pulling out:
SF = 2,500#/200# = 12.5 > 3.0 therefore okay. M
Bearing strength,on grout:
From EM about base of stanchion = 0
Pu = M+V*D =
2/313
For: M = 10,500"#, V = 2501b, D = 4"
Pu = 10,500+250*4 = 4,312#
2/3*4
fsmax = Pu*2 = 4,312*2 = 1,691 psi
D*1.5"*0.85 4"*1.5"*0.85
For: M = 11,454"#, V = 273 lb, D = 4"
Pu = 11,454+273*4 = 4,705#
2/3*4
fsmax = Pu*2 = 1,845 psi
D*1.5"*0.85
Post bearing load on top of stanchion for M = 11,454#":
B = 11,454/6" = 1,909#
For 26 ksi allowable bearing pressure, A = 1.9/26 = 0.0734", b = 0.0734/1.5" = 0.049"
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobisonC@narrows.com
J
Feeney Design -Rail® — Horizontal Cablerail Infill
11/26/2014 Page 2f 60?%�
w U TO CI'
HSS 2"xl-1/2"x 1/8" powder coated A500 steel tube stanchion:
Stanchion Strength
Fy = 46 ksi
Zyy = 0.475 in3
M = 0.475 in3 *46 ksi = 21,850#"
M, = 0Mn/1.6 = 0.9*21,850/1.6=12,291#"
Equivalent post top load
42" post height
V = 12,29 FV/42" = 293#
May be welded to a steel base plate with fillet weld all around.
Aluminum Tube Stanchion
2" x 1.5" x t/a" 6061-T6 Aluminum Tube
Fib = 21 ksi From ADM Table 2-22
Syy = 0.719 in3
Ma = 0.719 in3 *21 ksi = 15,099#"
Equivalent post top load
42" post height
V=15,099"#/42" = 360#
Strength of weld effected aluminum stanchion when welded to base plate:
F�bw = 9 ksi
Syy = 0.719 in3
Ma = 0.719 in3 *9 ksi = 6,471#"
Equivalent post top load
42" post height
V.= 6,471"#/42" = 154#
Because of strength reduction from weld affected metal the aluminum stanchion welded to a base
plate typically requires a topping slab to be poured in place over the base plate with a minimum
thickness of 2" above the base plate so that the maximum bending moment occurs outside of the
weld effect zone.
When welded to base plate limit the maximum moment on the weld effected zone to 6,471"#.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
STANCHION WELDED TO BASE PLATE:
Stanchion is welded all around to base plate with
developing the full stanchion bending strength.
11/26/2014
Page 27 of 60`
1/8" minimum throat fillet weld capable of
Weld to base plate: 1/8" fillet weld all around —develops
full wall thickness:
Check weld strength SEUASCE 8-02 section 5.2.2:
transverse loaded fillet weld:
OPn = OtLFua, Use Z for tL
Z = 1.195 in3
P = 0.55*0.362*80 ksi
Pn = 15,928
Ps = 15,928/1.2 = 13,273#"
Strength of A500 steel tube stanchion with fillet weld all
around:
Base plate bending stress
for 3/8" plate S = 5" • 3/82 = 0.117 in3
Base plate allowable moment
Fb = 0.75*50ksi = 37.5 ksi
Man = 37.5 ksi • 0.117 in3 = 4,387 "#
—> Base plate bending stress
TB
M = 0.84375" • TB • 2
Tall = 4.387 = 2,60W
2 •0.84375
ER
BASEPLATE
27/32`4----27/3r M
Base plate anchorage is the same as previously calculated for the surface mounted post option for
the specific substrate.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014 Page 28 of 60
POOL FENCE OPTION
Only glass, vertical cable or vertical pickets may be used for pool fences. Horizontal cable may
not be used as it has a ladder configuration which would allow climbing.
OTHER THAN POOL FENCES
Recommend limiting post spacing to 48" and fence height to 60".
Maximum allowable height for 48" on center post spacing:
For any of the detailed anchorage to wood or surface mounted to any substrate or direct fascia
mounted (two bolts):
M, = 9,600"#
Live load is 50 plf at 42" above finish floor or 200# at 42" above finish floor.
For 25 psf live load on a single span:
Maximum post height for 4' o.c. post spacing:
H. _ ✓(2*800'#)/(25psf*2')) = 5.66' = 5'8" Limit to 5' because of deflections.
Maximum post spacing for 5' post height
S = (2*800'#)/(25psf*5'2)*2 = 5.12' limited to 4'-6" based on 50 plf load.
For core mounted posts or steel stanchion mounted to concrete or steel or fascia mounted
with fascia bracket:
For 25 psf live load on a single span:
Maximum post height for 4' o.c. post spacing:
Ha = V(2*1,150'#)/(25psf*2')) = 6.78' = 6'9"
Check 5' on center post spacing:
Ha = -V(2* 1,150'#)/(25psf*2.5')) = 6.06' = 6' 3/4"
Maximum post spacing for 5' post height
S = (2* 1,150'#)/(25psf*5'z)*2 = 7.36' (Limit spacing to 6' maximum)
Post deflection at top of post for 200# live load at 42" height -
For 5' tall post:
4oP =[200*422/(6*10,100,000psi*0.9971in4)1*(3*60"-42") = 0.805"
RECOMMEND LIMITING FENCE HEIGHT TO 5' MAXIMUM BECAUSE OF THE
DEFLECTIONS.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
SERIES 100 TOP RAIL
n
11/26/2014ag T dF60,.�j� �1
@
SERIES 100 TOP RAIL
Butts into post
Alloy 6063 — T6 Aluminum
Allowable Stress: ADM Table 2-24
Area: 0.664908 sG in
Perin: 20.97080 in
FT = 15 ksi
xC: 7.310000 in
yC:5.243178 in
I= 0.339592 inA4
FC 6 span lyy. 0.295081 inA4
Kxx: 0.714658 in
2 Lb SC = 2.72" • 0.246 Kyy: 0.666177 in
(IyJ) 112 (0.295*1.53)112 Cxx: 1.383137 in
= 52.7<130 therefore Cyy:1.000000 in
Sxx: 0.245523 inA3
Fc = 15 ksi Syy: 0.295081 inA3
Allowable Moments -/
Horiz: 0.295in3.15 ksi = 4,425#" = 368.75 #'
Vertical load = 0.246in3.15 ksi = 3,690#" = 307.5 #'
Maximum allowable load for 72" o.c. post spacing - vertical
W = 3,690"#*8/(69.625"2) = 6.09 pli = 73.1 plf
P = 3,690"#*4/69.625" = 212#
Maximum span without load sharing, P = 200# - vertical
S = 3,690"#*4/200# = 73.8" clear
Max post spacing=73.8"+2.375" = 76.175"
For horizontal loading rail strength is greater and therefore okay by inference.
Maximum allowable load for 72" length horizontal load
W = 4,425"#*8/722 = 6.8 pli = 81.9 plf
P = 4,425"#*4/72" = 245.8#
Maximum span for P = 200# and W = 50 plf horizontal load
W = ✓(368.75#'*8/50) = 7.68' = 7' 8.5"
P = 368.75#'*4/200 = 7.375' = T3.5" controls
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
SERIES 150 TOP RAIL
A = 0.676 inz
I, = 0.1970 in4
Iyy = 0.2263 in4
S,,, = 0.1522 in3
Syy = 0.2263 in3
r,, = 0.540 in
ryy = 00579 in
Alloy 6063 — T6 Aluminum
Allowable Stress: ADM Table 2-24
FT = 18 ksi
Fc 6'span -
Rb/t = 0.3/0.065 = 4:6 < 35
F� = 18 ksi for horizontal loads
d/t = 0.75"/0.65 = 1.15 < 15
F� = 20 ksi for vertical loads
Allowable Moments -/
, 1 3
11/26/2014 r .pe 3b of 60
Go
0
(V
Horiz: 0.2263in3.18 ksi = 4,073"# = 339A5'#
Vertical load = 0.1522in3.18 ksi = 2,739.6"# = 228.3#'
Maximum allowable load for 72" o.c. post spacing - vertical
W = 2,739.6"#*8/(69.625"2) = 4.52 pli = 54 plf
P = 2,793.6"#*4/69.625" = 160.5#
Maximum span without load sharing, P = 200# - vertical
S = 2,793.6"#*4/200# = 55.87" clear
Max post spacing=55.87"+2.375" = 58 1/4"
2.000
With loading sharing with bottom rail — load transferred by pickets 200# concentrated load may
be safely supported with 6' on center post spacing.
Maximum allowable load for 72" length horizontal load
W = 4,073"#*8/69.6252 = 6.7 pli = 80.6 plf
P = 4,073"#*4/69.625" = 234#
Maximum post spacing is 6'.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014
SERIES 1001150 TOP RAIL CONNECTION TO POST FACE:
Use RCB attached to post with 2 #10 screws same as bottom rail.
V=2.38ksi-0.19"-0.10"-1=
3 (FS)
V= 481#/screw
Since minimum of 2 screws used for
each
Allowable load = 2- 481# = 962#
Posl
2 3/8• SO
STANDARD
The connection block can be cut
square for use in horizontal rail
applications or angled for use in
sloped applications such as along stairs or ramps.
Intermediate bottom rail post used to provide additional
support to bottom rail.
Recommended for post spacing over 5' on center to prevent
excessive deflection in bottom rail associated with stepping
on the rail.
Intermediate post may be 1.4" square aluminum extrusion or
similar that fits snuggly in the bottom rail.
Acts in compression only.
Secured to rail with two #8 tek screws
Shear strength of screws:
V= 2.38 ksi -0.164" - 0.065" 1 —
3 (FS)
V = 270#/screw
Vtot = 2*232# = 464#
EDWARD C. ROBISON, PE
10012 Creviston Or NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
rp
Page 31 of 60
ING
'AT
SLE
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014
INTERMEDIATE POST FITTING — SERIES 1001150
Used for intermediate posts along stairways
Fitting locks into top of post with #8 Tek
screws:
Maximum load on fitting is 300#
6' post spacing * 50 plf = 300#
Shear resisted by direct bearing between
fitting and post
area = 2.175"*0.1875 = OA08 in2
Bearing pressure = 300#/.408 = 736 psi
SERIES 100 TOP RAIL
(LEVEL AREAS ONLY)
I
H,>
Page 32 of 60
#8 TEK SCREW
(TMP)
INTERMEDIATE
POST
ADAPTER
Moment of fitting to post: 2 318• SOUARE__/I
This is an intermediate post with STANDARD POST
rotation of top rail restrained at rail ends.
Moment of fitting is created by eccentricity between bottom of top rail and top of post: e
= 0.425"
M = 300# * (0.425") = 127.5#"
#8 Tek screws:
Shear strength = V= 2-38 ksi-0.1309" - 0.07" - 1 = 232#
3 (FS)
Moment capacity
M= 232#*2.375" = 551#"
SERIES 150 TOP RAIL
/ � 1
2 3/8" SQUARE /
STANDARD POST—/
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
#8 TEK SCREW
(n'P)
INTERMEDIATE
POST
ADAPTER
Feeney Design -Rail® — Horizontal Cablerail Infill
SERIES 200 TOP RAIL
Area: 0.887 sq in
Ixx: 0.254 in4
Iyy: 1.529 in4
rxx: 0.536 in
ryy: 1.313 in
Cxx: 1.194 in
Cyy: 1.750 in
Sxx: 0.213 in3 bottom
Sxx: 0.457 in3 top
Syy: 0.874 in3
11/26/2014
3.500
6063-T6 Aluminum alloy from ADM Table 2-24
For 72" on center posts; L = 72"-2.375"-1 "x2 = 67.625" ; kLb = 1/2L = 33.81"
Fbc = 16.7-0.073.33.81 = 14.82 ksi
1.313
Ft = 15 ksi
Allowable Moments Horiz: 0.874in3.14.82 ksi = 12,953#" = 1,079#'
Vertical load = 0.457in3.14.82 ksi = 6,773#" top compression
i'ge":33 o 60 Y71
or = 0.213in3.15 ksi = 3,195#" controls vertical- bottom tension
Maximum allowable load for 72" o.c. post spacing - vertical
W = 3,195"#*8/(67.625" z) = 5.59 pli = 67 plf
P = 3,195"#*4/67.625" = 189# Load sharing with bottom rail required for 6 foot post
spacing. Picket infill will transfer loads from top rail to bottom rail and provide required
additional support.
With load sharing maximum span is 6'.
Maximum span without load sharing, P = 200#
S = 3,195#"*4/200# = 63.9" clear
Max post spacing=63.9"+2.375" = 66-1/4", 5' 6-1/4"
For horizontal load, maximum span for 50 plf load
L= (8Ma/50plf)1/2 = (8*1,079/50plf)1/2 = 13.14'
for 200# concentrated load
L = (4M/200#) = (4* 1,079/200plf)= 21.58'
deflection limits will limit span to 6'.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
T
Feeney Design -Rail® - Horizontal Cablerail Infill 11/26/2014 Wage 34 of 60
SERIES 300 TOP RAIL
Area: 0.881 sq in
Perim: 21.29 in
Ixx: 0.603 in^
Iyy: 1.149 in4
Kxx: 0.828 in
Kyy: 1.142 in
Cxx: 1.599 in
Cyy: 1.501 in
Sxx: 0.377 in3
Syy: 0.766 in3
6063-T6 Aluminum
Allowable stresses from ADM Table 2-24
FCb -> L/ry = (72 - 2 3/8" - 2.1") = 59.1
1.142
Based on 72" max post spacing
FCb = 23.9 - 0.124(59.1) =16.57 ksi
Mats horiz = 16.57ksi • (0.766) = 12,694"#
Vertical loads shared with bottom rail
For vertical load — bottom in tension top comp.
Fb = 19 ksi
Mau wn = (0.377in4) • 19 ksi = 7.163"#
Allowable loads
Horizontal — uniform — W= 12,694 • 8 = 19.6 Win = W = 235 plf
722
PH = 4 • 12,694 = 705 #
72
Vertical — W = 7.163 • 8 = 11.05 #/in = 132.6 plf (Top rail alone)
722
P=7,163.4=398#
72
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
SERIES 350 TOP RAIL
11/26/2014
3 1/2"
Area:0.887 inz
6: 0.243 in4
In.: 1.463 in4
r.: 0.522 in
r}y: 1.281 in
C..: 1.157 in
Cyy: 1.750 in
Ss : 0.210 in3 bottom
Ste: 0.288 in3 top
S}y: 0.836 in3
3/4"
T
Allowable stresses ADM Table 2-24 6063-T6 Aluminum
FCb — Rb/t = 1.875" = 10 line 16.1
0.09375
Based on 72" max post spacing
Fcb = 18.5 — 0.593 (20)112 =15.85 ksi
Mall horiz = 15.85kst • (0.836) = 13,249"#
Vertical loads shared with bottom rail
For vertical load —> bottom in tension top comp.
Fbo = 18 ksi and Fbo = 15.85 ksi
For top rail acting alone
Mau vert = (0.210in3) • 18 ksi = 3,780"4 Controls
=(0.288in4)* 15.85ksi = 4,565"0
Allowable loads For 6' post spacing:
Horizontal — uniform — WH= 13,249.8 = 20.44 Win = WH = 245 Of
722
PH = 4 • 13,249 = 736#
72
Vertical — W = 3.780 • 8 = 5.83 #/in = 70 plf (Top rail alone)
722
P = 3,780 .4 = 210#
72
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
nn
Page3'S of b0
Feeney Design -Rail® — Horizontal Cablerail Infill
SERIES 400 TOP RAIL
COMPOSITE MATERIAL
Alloy 6063 — T6 Aluminum
I.: 0.0138 in4; Iyy: 0.265 in4
Cxx: 0.573 in; Cyy: 1.344 in
Sxx: 0.024 m3; Syy: 0.1971n3
Wood — varies GZ 0.43
2"x4" nominal
Ixx: 0.984 in4; Iyy: 5.359 in4
Cxx: 0.75 in; Cyy: 1.75 in
Sxx: 1.313 in3; Syy: 3.063 in3
Allowable Stress for aluminum: ADM Table 2-24
�k "" - �4
n;
11/26/2014 Page 36 of 60
WOOD CAP
FT = 15 ksi
Fc — 6' span
Rail is braced by wood At 16" o.c. and legs have stiffeners therefore
Fc = 15 ksi
SERIES 400 CAP RAIL
211�/16"y
3/4
'4I 11/16"
_
For wood use allowable stress from NDS Table 4A for lowest strength wood that may be used: Fb
= 725 psi (mixed maple #1), CD =1.33, CF = 1.5
F'b = 725* 1.33 * 1.5 = 1,445 psi
F'b = 725*1.33*1.5*1.1 = 1,590 psi for flat use (vertical loading)
Composite action between aluminum and wood:
n = Ea/Ew = 10.1/1.1 = 9.18
The limiting stress on the aluminum = 9.18*1,445 psi = 13,267 psi < 15 ksi
Allowable Moments 4
Horiz: 0.197in3.13267 Psi +3.063 in3*1445psi = 7040"#
Vertical load = 0.024in3.13267 ksi +1.313*1,590= 2,405"#
Maximum allowable load for 72" o.c. post spacing - Horizontal load
W = 7,040"#*8/(69.625"2) = 11.6 pli = 139 plf
P = 7,040"#*4/69.625" = 404#
Maximum span without load sharing, P = 200# or 501f - Vertical load
S = 2,405"#*4/200# = 48.1" clear
Max post spacing=48.1"+2.375" = 50.475"
COMPOSITES: Composite materials, plastic lumber or similar may be used provided that the
size and strength is comparable to the wood.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
TOP RAIL VERTICAL LOAD — LOAD SHARING
For spans requiring load sharing with bottom rail.
11/26/2014 {p{tCt��_{ Pag13_
tl M�'
Center picket transfers vertical load directly to bottom rail so that vertical strength of system is
summation of the strength of the top and bottom rails.
Bottom rail vertical bending strength:
Sx. = 0.108 in3 (From picket bottom rail calculations page 36)
Fbt = 20 ksi From ADM Table 2-24
Fbc = 20ksi
Mav = 0.108 in3*20ksi = 2,160"#
Combined strength of top rail and bottom rail — Load sharing will be based on relative stiffness
between top and bottom rails.
Least stiff top rail is Series 400 with a 2x4 nominal wood board:
I� = Ixx aluminum + Ixx wood*(E./Ea) = 0.0138in4+ 0.984in4/9.18 = 0.121 in4
for bottom rail Ixx = 0.125 in4
Load share to top rail = 0.121/(0.121+0.125) = 0.492
For 200# concentrated load:
Ptop = 0.492*200 = 98.4#
Pbot = 200 -98.4# = 101.6#
For 50plf load
Utop = 0.492*50 = 24.6 plf
Ubot = 50 —24.6# = 25.4 plf
For 72" span:
Mt,p = 98.4#*72/4 = 1,771.2"# < 2,405"# (see series 400 top rail page 32)
or
Mtop = 24.6#*62/8 = 110.7"# = 1,328.4"# < 2,405"# (see series 400 top rail page 32)
For bottom rail and 72" on center post spacing:
S = 72" — 2.375" — 2* 1" = 67.625
Mbot = 101.6#*67.625/4 = 1,717.7"# < 2,160"#
Mbot = 25.4#*(67.625/12)2/8=100.83'# = 1,210"# < 2,160"#
Load sharing will allow all top rails to work with 6' on center post spacing.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
PICKET INFILL INSERT:
11/26/2014�.i °ge of b0
Series 200, 300, 350 and 400 top rails
Either infill option may be used as strength is equivalent for each style.
Insert channel for picket infill
Iyy = 0.144 in4 Ix,; = 0.0013in4
Syy = 0.115 in3 Ste; = 0.0057 in4
Insert compression locks into top rail
Horizontal forces transferred between insert and top
rail by direct bearing on locking tabs.
2.50000
0.86750 0.86750
Bearing area = 1/8" width
Allowable bearing load will be controlled by spreading of top
rail
Check significance of circumferential stress:
R/t = 3"/0.09375 = 32 > 5 therefore can assume plane
bending and error will be minimal
M = 2.08"*W
Mau = S*Fb
Fla = 20 ksi for flat element bending in own plane,
ADM Table 2-24
S = IT7ft*(0.094)2/6 = 0.0177 in3
Wall = Mau/2.08" = (S* Fb)/2.08" = (0.0177 in3*20
ksi)/2.08" = 170 plf
For 36" panel height — 1/2 will be tributary to top rail:
Maximum live load = 170 plf/(3'/2) = 113 psf.
Check deflection:
A= WL3/(3EI)
I = 12"*0.093753/12 = .000824 in4
A= 170plf*2.08"3/(3*10.1x106*.000824) = 0.06"
The required deflection to cause the infill to disengage: 0.05"
Reduce allowable load to limit total deflection:
0.05/0.06* 113 plf = 94 plf
Maximum horizontal load on infill piece is 94 plf
INFILL LOAD
RESTRAINED
AT POSTS
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
TOP RAIL TO POST CONNECTION:
11/26/2014 "" R1'age o 60
Series 200, 300, 350 and 400 top rails.
Direct bearing for downward forces and horizontal forces:
For uplift connected by (2) #8 Tek screws each post:
2x F p.,tx dia screw x Post thickness / SF (ADM 5A.3)
V= 2.30 ksi-0.1379" • 0.09" - 1 = 325#/screw
3 (FS)
For Vertical upward loads top rail is restrained by (2)
#8 tek screws each side.
Connection of bracket to post is with (2) #14 screws so
is stronger.
For horizontal loads the top rail directly bears on side
of post.
Tek screw strength: Check shear @ rail (6063-T6)
2x Faraiix dia screw x Rail thickness x SF
V= 2-30 ksi-0.1379" - 0.09" - 1 = 325#/screw
3 (FS)
Since minimum of 2 screws used for each
Allowable load = 2- 325# = 650#
Post bearing strength
Vail = Abearing*FB
Abearing = 0.09"*2.25" = 0.2025 in2
FB = 21 ksi
Vail = 0.2025 in2 * 21 ksi = 4.25 k
Bracket tab bending strength
Vertical uplift force
For 6061-T6 aluminum stamping 1/8" thick
Fb = 28 ksi — ADM Table 2-21
S = 0.438"*(.125)3/12 = 0.00007 in3
Ma = 28 ksi*0.00007 = 196"#
Pa = Ma/1= 196"#/1.158" = 169#
Uplift limited by bracket strength:
Upaii = 2* 169 = 338# per bracket
TOP RAIL INFILL
� EMiE
I}F6
1.I. T �
M. war nav/ ....® C-iOTTOM VIEVI
SLV E,Ma
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 etrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
RAIL SPLICES:
11/26/2014 1 RJq], 41,of 6,9) I
Splice plate strength:
Vertical load will be direct bearing from rail/plate to post no
bending or shear in plate.
Horizontal load will be transferred by shear in the fasteners:
Rail to splice plates:
Tek screw strength: Check shear @ rail (6063-T6)
2x F r,iix dia screw x rail thickness x SF
V= 230 ksi -0.1379" - 0.09" - 1 = 325#/screw; for two
screws = 650#
3 (FS)
or F,gi,wx dia screw x plate thickness x SF
V= 38 ksi -0.1379" • 0.098" - 1 = 171#/screw;
3 (FS)
for two screws = 342#
Post to splice plate:
Screws into post screw chase so screw to post connection will
not control.
splice plate screw shear strength
2x Fapw„ x dia screw x plate thickness x SF
V= 238 ksi-0.1379" - 0.098" • 1 = 326#/screw;
3 (FS)
for two screws = 652#
BUTT SPLICE
STANDARD SPLICE PLATE
Check moment from horizontal load:
M = P*0.75". For 200# maximum load from a single rail on to splice plates
M = 0.75*200 = 150#"
S = 0.098*(2.5)2/6 = 0.6125 in3
fb = 150#"/(0.6125) = 245 psi
For corner brackets screw strength and bending strength will be the same.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
INTERMEDIATE RAIL
Ixx = 0.123 in4
Iyy = 0.177 in4
Sxx = 0.115 in3
Syy = 0.209 in3
rxx = 0.579 in
ryy = 0.695 in
11/26/2014
Allowable stresses: ADM Table 2-24 6063-T6 Aluminum
Ft = 19 ksi For vertical loads
Fcb — Rb/t = 1.25" = 0.33 line 16.1 Feb = 18 ksi
3.75
Mau vert = 18i'si • (0.115) = 2,070"0
For horizontal loads:
Ft = 15 ksi For vertical loads
Fcb — Lb/ry = 35" = 50A line 11
0.695
Based on 72" max post spacing
Feb = (16.7-0.073*50.4) ksi = 13.0 ksi
Mau horiz = 13ksi • (0.209) = 2,717"4
R4[1
Page 41 of 60
1 rA7S
For intermediate rail acting alone
Allowable loads
Horizontal —> uniform — WH= 2,717.8 = 4.44 #in = WH = 53 Of
702
PH = 4 02,717 = 155 # Not used for top rail 50# cone load appl.
70
Vertical —> W = 2070 • 8 = 3.38 #/in = 40.6 plf (Top rail alone)
702
P = 2070 • 4 = 118# Not used for top rail 50# cone load appl.
70
Maximum wind load for 316" lite height, 1'9"-tributary width
WM" = 53/1.75 = 30.3 Of
Maximum span for 200# concentrated load:
. L = 2,717*4/200# = 54"
May only be used as a top rail for single family residences with a maximum post spacing of 4'
6".
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
MID RAIL
Used with Intermediate Rail, Picket
Bottom Rail or Standard Bottom Rail to
install picket infill light below the rail.
Refer to mid or bottom rail calculations
for rail properties.
Mid rail picket infill when installed in
rail will stiffen the flanges (legs)
regularly so that the flanges are
equivalent to flat elements supported on
both edges:
From ADM Table 2-24 section 16.
b/t = 1.1 "/0.07 = 15.7 < 23
Therefore Fca = 15 ksi
Strength of infill piece:
Ixx: 0.00078in4
Iyy: 0.0366 in4
S.: 0.00386 in3
S}y: 0.0479 in3
Fca = 15 ksi
11/26/2014 Page 42 of 60
When inserted into intermediate rail or bottom rail determine the effective strength:
ratio of load carried by infill:
Iyy infill/ Iyy. rail = 0.0366/0.172 = 0.213
Syy infill 5 0.213*0.204 = .0434 < 0.0479
Allowable Moments -► Horiz: (0.204in3 +0.0479) *15 ksi = 3,778"#
Maximum allowable load for 70" screen width L = 70"-1"*2-2.375*2 = 63.25"
W = 3,778"#*8/(63.25"2) = 7.5 pli = 90 plf
P = 3,778"#*4/63.25" = 239#
Maximum allowable load for 60" screen width L = 60"-1"*2-2.375*2 = 53.25"
W = 3,778"#*8/(53.25"2) =10.66 pli = 127.9 plf
P = 3,778"#*4/53.25" = 284#
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
PICKET BOTTOM RAIL
Bottom rail strength
6063-T6 Aluminum alloy
For 72" on center posts; L = 72"-2.375"-1"x2 =
67.625" ; Lb = 1/2L = 33.81"
Fbe = 16.7-0.073.33.81 = 12.95 ksi-From
0.658
ADM Table 2-24 line 11 for compression
or line 2 for tension
I`
11/26/2014 �I'age 43 of 6
Ft = 15 ksi
Allowable Moments -/ Horiz: 0.227in3.12.95 ksi=2,939"#
Maximum allowable load for 72" o.c. post spacing
W = 2,939"#*8/(67.625" 2) = 5.14 pli = 62.7 plf
P = 2,939"#*4/67.625" = 173.8#
For vertical load:
Allowable Moments + M s= 0.108 in3.13.61 ksi=1,470"#
Maximum allowable load for 60" o.c. post spacing
W = 1,470"#*8/(55.625" z) = 3.8 pli = 45.6 plf
P = 1,470"#*4/55.625" = 106#
Rail fasteners -Bottom rail connection block to post
#10xl.5" 55 PHP SMS Screw
Check shear @ post(6005-T5)
2x Fupoax dia screw x Post thickness x SF
Eq 5A.3-2
V= 38 ksi -0.19" , 0.1" 1 = 240#/screw
3 (FS)
Since minimum of 2 screws used for each
Allowable load = 2- 240# = 480#
Rail Connection to RCB
2 screws each end
#8 Tek screw to 6063-T6
ADM Eq. 5.4.3-1
2*30ksi'0.1248"'0.07"• 1 = 175#/screw
3
Allowable shear = 2* 175 = 350# OK
Area: 0.446 sq in
Perim: 9.940 in
Ixx: 0.125 1nA4
Iyy: 0.193 1nA4
Kxx: 0.529 in
Kyy: 0.658 in
Cxx: 1.151 in
Cyy: 0.852 in
Sxx: 0.108 1nA3
Syy: 0.227 1nA3
i
i
i
PICKET
BOTTOM
RAIL
TEK
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
PICKETS 3/4" SQUARE
Used for mid span cable spreader bar.
Loading 425 psf 44 1/2" O.0 4 25psf -.375=9.4 plf
M= 9.4/12 (42"-6")2 = 127 lb -in
8
or concentrated = 50# on 1 sf
For 3/4 square pickets t=0.062" S=0.05in3
fb = 127 lb -in = 2538 psi
0.05in3
For 50 lb cone load 4 1 SF - min 2 pickets
M= 50/2-36"= 225 lb -in
4
fb= 225 lb -in = 4,500 psi
0.05 in3
Fb= 15 ksi — compression ADM Table 2-24 line 14
15 ksi —tension ADM Table 2-24 line 2
FlLf,!944
C,;'
low
11/26/2014
Area: 0.288 sq in
Perim: 6.03 in
Ixx: 0.0196 inA4
lyy: 0.0190 inA4
Kxx: 0.261 in
Kyy: 0.257 in
Cxx: 0.392 in
Cyy: 0.376 in
Sxx: 0.050 inA3
Syy: 0.051 inA3
Maximum allowable moment on picket = 15 ksi *0.05 in3 = 750 in -lb
Maximum span = 750 in-lb*4/25 lb = 120" — concentrated load or
(750inlb*8/0.783 lb/in) t/2 = 87.5 in - controls
Connections
Pickets to top and bottom rails direct bearing for lateral loads —ok
#10 screw in to top and bottom infill pieces. Shear strength =
2x Rpostx dia screw x t ,a x SF ADM Eq 5.4.3-2
V= 38 ksi -0.19" - 0.1" - 1 = 240#
3 (FS)
3/4
I
N
PICKET
Lap into top and bottom rail —1/8" into bottom rail and 1/8" into 1.076
top rail.
0
N
Allowable bearing pressure = 21 ksi (ADM Table 2-24 line 6
Picket filler snaps between pickets to pressure lock pickets in place.
Bearing surface = 1.375"*.062" = 0.085 in2
Allowable bearing = 0.085 in2*21 ksi = 1,785#
Withdrawal prevented by depth into rails.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
STANDARD POST RAIL CONNECTION BLOCK
Can be used to connect top rails to 2-3/8" standard post
face, wood posts, walls or other end butt connection.
Top rail snaps over block and is secured with either
silicone adhesive or #8 tek screws.
Connection strength to post or wall: (2) #10xl.5" SS
PHP SMS Screw
Check shear @ post (6005-T5)
F postx dia screw x Post thickness x SF
Eq 5.4.3-2
V= 38 ksi -0.19" - 0.1" , 1 = 240#/screw for
3 (FS)
standard post.
I
li
i 66 �41i?t7
11/26/2014 Page 45 of 60
Since minimum of 2 screws used for each, Allowable load
= 2- 240# = 480#
For attachment to wood posts: Use Four #10 x2.5" screws
Zn =139# per screw (NDS Table I IM, G z 0.43)
Va = 4*139# = 556#
Standard RCB
t Fnn
RCB
TEK SCREW
BOTTOM RAIL
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 etrobison@narrows.com
REW
Feeney Design -Rail® — Horizontal Cablerail Infill
WALL MOUNT END CAPS
End cap is fastened to the top rail with
2) #IOxI" 55 PHP SMS Screws
2x Fapostx dia screw x Cap thickness x SF
Eq 5.4.3-2
V= 2*38 ksi -0.19" - 0.15" - 1 =
3 (FS)
722#/screw , 1,422# per connection
Connection to wall shall use either:
11/26/2014 Page 46 of 0
#14x1-1/2" wood screw to wood, minimum 1" penetration into solid wood.
Allowable load = 2* 175# = 350#
Wood shall have a G z OA3
From ADM Table 11M
For connection to steel studs or sheet metal blocking
Use #12 self drilling screws.
Minimum metal thickness is 18 gauge, 43 mil (0.0451")
Allowable load = 280#/screw
Wall Mounted
End Cap
,— 200 Series
Top flail
Table 3: Suggested Capacity for Screws Connecting Steel to Steel (lbs.)
Steel
11. -14 Screw
#12.14 Screw
#10.16 Screw'
#8-le Screw'
#6 Screw'
Thickness -
_
Thinnest
Shear
Pullout
Shear
Pullout
Shear
Pullout
Shear
Pullout
Shear
Pullout
component
0.1017'
1000
320
890
280
780
245
675
210
560
175
0.0713°
60D
225
555
195
520
170
470
145
395
125
0.0566'
420
180
390
155
370
135
340
115
310
95
0.0451"
300
140
280
120
260
105
240
90
220
75
0,0347'
200
110
105
95
175
80
165
70
150
60
Notes:
1. Design values are based an CCFSS Technical Bulletin Vol. 2, No.1 which outlines the proposed AISI SpeciBcalion provisions for
screwconnebdons. For shear connections the cold -formed steel section should be evaluated for tension.
2. Based on Fy - 33ksi, Fu . 45ks1 minimum. Adjust values for other steel strengths.
3.' - Rater to Table 1 for limits on recommended total steel thickness of connected parts.
EDWARD C. ROEISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014
Wall Mounted End Caps continued
For connection to masonry or concrete use two 3/16 screw -in (Tapcon) anchor
Pane 3 of 3
TABLE 3—ALLOWABLE TENSION AND SHEAR VALUES FOR TAPPER SCREW ANCHORS
INSTALLED IN NORMAL-W EIGHT CONCRETE''
Fa
!Xo'
1f 60Vg
EH-5878
SCREW
ANCHOR
OIAMErER
(Inch)
5CREWANCHOR
MATERIALAND
COATING
(AS APPLICABLD
MINIMUM
EMBEUMENP
0nchesl
ALLOWASLETENSION(pounds)
ALLOWABLE
SHEAR'
(pounds)
With Special lnspec0on'
WRhout Special lnspeetl0n°
Concrete Strength, f',(ps0
Conaete Stenglh, V.(ps0
2000
3000
4000
2000
30110
Lao
Cinbon steel,
Pena -Seal
�1eO
1
90
90
90
45
45
45
175
P/s
1 W
215
255
90
110
130
230
1'/e
2.95
335
1 375
150
1 170
190
235
300 and 350 Series end caps use same fasteners and have identical strengths
Wall Mounted
End Cap
300 Series
Top Rail
Wall Mounted
End Cap
350 Series
Top Rail
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® — Horizontal Cablerail Infill
GRAB RAIL BRACKET
Loading 200 lb concentrated load or
50 plf distributed load
Grab rail bracket—1-7/8" long
Aluminum extrusion 6063-T6
Allowable load on bracket:
Vertical load:
Critical point @ 1.8" from rail to root of double
radius,t = 0.25"
M = P* 1.8" or WS* 1.8"
where P = 200#, W = 50 plf and
S = tributary rail length to bracket.
Determine allowable Moment:
FT = 20 ksi, Fc = 20 ksi
From ADM Table 2-24
Sv = 1.875"*0.252/6 = 0.0195 in3
Mvan = 0.0195 in3*20 ksi = 390"#
Determine allowable loads:
For vertical load:
Pali = 390"#/1.8" = 217#
San = 217#/50p1f = 4'4"
Vertical loading will control bracket strength.
11/26/2014 Vag 48 of 60
Allowable load may be increased proportionally by increasing the bracket length.
For 5' Post spacing: 5'/4.33'*1.875" = 2.165" — 2-11/64"
Grab rail connection to the bracket:
Two countersunk self drilling #8 screws into 1/8" wall tube
Shear — FwDt/3 = 30ksi*0.164"*0.125"/2.34*2 screws = 525# (ADM 5.4.3)
Tension—1.2DtF,y/3 = 1.2*.164"*0.125"*25ksi*2 screws/2.34 = 525#
Safety Factor = 2.34 for guard rail application.
For residential installations only 200# concentrated load is applicable.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Irp
Feeney Design -Rail® — Horizontal Cablerail Infill
Connection to support:
Maximum tension occurs for outward
Horizontal force = 200#:
Determine tension from EM about C
0= P*5" — T*0.875"
T = 200#*(5-1.25)"/1.25" = 600#
From E forces — no shear force in anchor
occurs from horizontal load
Vertical force = 200#+17# (DL):
Determine tension from EM about C
0= P*2.5" — T* 1.25"
T = 217#*2.5"/1.25" = 434#
From E forces — Z = P = 217#
CONNECTION TO STANDARD POST (0.1"
WALL)
For 200# bracket load:
For handrails mounted to 0.1" wall thickness aluminum tube.
11/26/2014 Page 49 of 60
5/16" self drilling hex head screw
Safety Factor = 2.34 for guard rail application.
Shear — FtuDt/2.34 (ADM 5.4.3)
38ksi*0.3125"*0X'/2.34= 507#
Tension — Pullout ADM 5.4.2.1
Pt = 0.58As.Ftu(Q]/2.34 =
0.58*0.682*38ksi(0.10)/2.34= 642#
Required attachment strength
T = 434# and V = 217# or
T=600#and V=0
For combined shear and tension (Vertical load
case)
(T/Pt)2 + (V/Za)2 51
(434/642)2 + (217/508)2 --0639 5 1
Or
Or
(434/642) + (217/508) =1.10 51.2
600 5 642# therefore okay
.285"
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
.312"
Feeney Design -Rail® — Horizontal Cablerail Infill
STAINLESS STEEL CABLE IN -FILL:
S: MAX. 5' O.C. SPACING POSTS
ir m
11/26/2014
1 of�� 4w ^]
!]]] rPag 50 60v`v5
i� • • . .
��
�
�Al'J41aItl IL7
�II'YL`1:
1�2\:ice'
--
FIrrING DECK / FL00
NU I t: Stt / FITTING
SURFACE SEPARATE BOTTOM OTE:SEE SEPARATE
RAIL CALLS POST CALCULATIONS
5' maximum post spacing is recommended but may be increased to 6' maximum where allowed
based on the frame and attachment strength.
Cable railing- Deflection/ Preload/ Loading relationship
Ir Cable aniored /A I Cable anchored
Cable Strain = E= Cta L
A•E
Ct = CtI + Cta
Cti = installation tension
Cta = ESA = Cable tension increase from loading
L
From cable theory
Ct=lam,
4A
for concentrated load
To calculate allowable load for a given deflection:
Calculate E = [[(1/2)2 + Az] v2.2 -I]
Then calculate C. = EAE
L
Then calculate Ct = Ca + C.
Then calculate load to give the assumed A for concentrated load
P = Ct4A
l
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
rt, ) Pol
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014 !1 rpage151`d"f 60r
For uniform load — idealize deflection as triangular applying cable theory
Ct=W12
8A
Solving for W = Ct 8 A
12
See spreadsheet pages based on 36' maximum cable length and 3" clear cable spacing.
Cable rail loading requirements
Guardrail components 25 psf over entire area
IBC 1607.7.1.2 Components
50 lbs Cone. load over 1 sf
Application to cables
-Uniform load = 25 psf •3" = 6.25 Of
12"
-Concentrated load 1 sf w
cc
3 cables minimum
50/3 = 16.71bs on 4" sphere o
fV
Produces 8.63 lb upward and downward on
adjacent cables.
Deflection — since cables are 3" O.C. and
maximum opening width = 4"
for 1/8" cable A.n = 4" — (3- 1/8) = 1 1/8"
for 3/16" cable Aau = 4" — (3- 3/16) = 1 3/16"
Cable Strain:
E = cr/E and AL = L E
AL = L(T/A)/E = L(T/0.0276 in2)/27 x 106 psi
Px = 8.33#
Py = -8.631
4" Diam
4" BALL LOAD = 50 = 16.7#
1214
Px = 16.7/2 = 8.33#
Py = tan46'8.38 = 8.63#
Maximum cable free span length = 60.5"/2-2.375" = 27.875"
Additionally cable should be able to safely support 200 lb point load such as someone standing
on a cable. This is not a code requirement but is recommended to assure a safe installation.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® - Horizontal Cablerail Infill 11/26/2014
-.Cable railing
Cable deflection calculations
Cable =1/8" dia (area inA2) =
I 0.0123
Modulus of elasticity (E, psi) =
T 26000000
_
_
Cable strain =Ct/ (A*E) *L(in)
= additional strain from imposed loading
Cable installation load (lbs)
150
Total Cable length (ft) =
36
Cable free span (inches) _
35
Calculate strain for a given displacement (one span)
Imposed Cable load giving displ.
-- -
delta (in) strain (in)
Ct net (lb) Ct tot (lbs)
- T
Conc. Load (Ib) Uniform Id (plf)
• 0.25 0.00357
j 2.6_
152.6
4.4
3.0
_
- 'I -- --- -- --
0.375 0.00803
r- - ...-- -
5.9
- - -- ---"
155.9
__
6.7
- -- 1
4.6
-
-
_
0 55 1 0.01728
i12.8
162.8
10.2
7.0
0.75 0.03213_-
23.7
173.7
14.9
10.2
-_ f__ -
1
-
~ - -22.0 -- I- -
j-- 1 0.05710
42.2
192.2
15.1 j
{
L
_-8_._-3
.
_
2 0.22783
168.3
3-__1
7-2
4-9.-9
2.5 0.35534
T 262.4 1
412.4
-.7----1--_
+
117.8
-
---
80.8
3.13 0.55542
1 410.2
560.2
1 200.4
137.4
Cable railing - --
E-- --- 1'--
- - -- -- -
--
- - -
---
- - - - )
- -----
1Cable deflection calculations
Cable =1/8" dia (area inA2) _
0_.O1_23
Modulus of elasticity (E, psi) -
_ _ _
26000000
Cable strain=Ct/(A*E) *L(in)
= additional strain from imposed loading
Cable installation load (lbs) =
j 200
. Total Cable length (it) =
36
Cable free span (inches) _
35
strain for a given displacement (one span)
Imposed Cable load giving displ.
`Calculate
i--I-------
delta (in) strain (in)
Ct net (lb)
Ct tot abs)`Conc.
Load (lb)" Uniform Id (plf)
.003 I 0.25 � 057
1 2.6
202.6
I 5.8
4.0
0.375 i 0.00803
5.9
205.9
j 8.8
6.1
_
_
_
T
0.55 0.01728
12.8
212.8
13.4
9.2
�-----------J- - --
0.75 0.03213
-' -------4-
! 2_17
---
223.7
'- -- -� -
19.2
-- -- -•
13.1
1 0.05710
42.2--
--242.2
^27.7
19.0-
2 1 0.22783
168.3
368.3
84.2
57.7
2.5 0.35534 _
262.4
462.4
132.1
90.6
3.02 0.51734
382.1
582.1
- 200.9
137.8
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Page 52 of 60
Feeney Design -Rail® — Horizontal Cablerail Infill 11/26/2014
Cable induced forces on posts:
7 i� 113�. ',`,Aj=6�
Page 53 of0
iEACTION
Cable tension forces occur where cables either change direction at the post or are terminated at a
post.
Top rail acts as a compression element to resist cable tension forces. The top rail infill piece
inserts tight between the posts so that the post reaction occurs by direct bearing.
For 400 Series top rail no infill is used. Top rail extrusion is attached to post with (6) #8 screws .
in shear with total allowable shear load of 6*325# = 1,950#
Up to eight #8 screws may be used on a post if required to develop adequate shear transfer
between the post and the 400 series top rail.
Bottom rail when present will be in direct bearing to act as a compression element.
When no bottom rail is present the post anchorage shall be designed to accommodate a shear
load in line with the cables of 7*205#* 1.25 = 1,784#
End post Cable loading
Cable tension - 200#/ Cable no in -fill load
w = 200# = 66.67#/in Mw = (3911)2 • 66.67#/in = 12,676#"
3" 8
Typical post reactions for 200# installation tension
11 cables*200#/2 = 1100# to top and bottom rails
For loaded Case
- 3 Cables @ center 220.7# ea based on 6' o.c. posts, 35" cable clear span
post deflection will reduce tension of other cables.
A = [Pa2b2/(3L)+2Pa(3L2-4a2)/24]/EI =
A=[220.7*152*24z/(3*39)+220.7*15(3*39z-4*15z)/24]/(10,100,000*0.863)=0.086"
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
r� V j 1 a
Feeney Design -Rail® - Horizontal Cablerail Infill 11/26/2014 ti`� eNge 5i4
Cable tension reduction for deflection will go from 200 at end cables to 271-220.7 at center,
linear reduction = (200-50.3)/(39/2) = 7.7 pli
M.c = 220.7# • 15"/2 +220.7#e 18" +(3*(200-7.7*3)) + (6*(200-7.7*6)) +
(9*(200-7.7*9))+12*(200-7.7*12)+15*(200-7.7*15)/2
Mao c = 10,183#"
Typical post reactions for 200# installation tension with 50# infill load:
11 cables*200#/2+3*(221-200)/2 = 1132# to top and bottom rails.
Typical post reactions for 200# installation tension with 25 psf infill load:
11 cables*207.5#/2 = 1,141# to top and bottom rails.
For 200 # Cone load on middle cable tension
599.2# tension, post deflection will reduce tension of other cables
A = [Pa2b2/(3LEI) _[599.2*182212/(3*39*10100000*0.863) = 0.084
Cable tension reduction for deflection will go from 200 at end cables to 52 at center
cables, linear reduction (200-52)/19.5" = 7.6 pli.
M2oo = 599.2#/2 • 18" +(3)•(200-7.6*3) +(6) (200-7.6*6) +(9) (200-7.6*9) + (12)
(200-7.6*12) +(15) (200-7.6* 15) + (18) (200-7.6*18)/2 = 11,200#"
Post strength = 13,794"#
No reinforcement required.
Standard Cable anchorage okay.
Typical post reactions for 200# installation tension with 200# infill load on center cable:
11 cables*200#/2+(600#-200)/2=1,300# to top and bottom rails.
Typical post reactions for 200# tension with 200# infill load on top or bottom cable:
11 cables*200#/2+(600#-200)*33/36 = 1,467# to top and bottom rails.
Verify cable strength:
Fy = 110 ksi Minimum tension strength = 1,869# for /s" lx19 cable
4Tn = 0.85* 110 ksi* 0.0123=1,150#
TS=eT /1.6=1,150#/1.6=718#
Maximum cable pretension based on maximum service tension @ 200# cable load is
440#:
A (in)
strain (in)
Ct net (lb) Ct tot (lbs) Cone. Load
Uniform ldlb
( )
(plf)
0.19
0.00206
1.7 441.7 9.6
6.6
0.33
0.00622
5.1 445.1 16.8
11.5
2.437
0.33774
278.2 718.2 200.0
137.2
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® - Horizontal Cablerail Infill 11/26/2014 Page 55 of 60
CABLE LENGTH/SPAN OPTIONS:
For a maximum cable free span of 42" (Maximum post spacing of 44-3/8" on center)
The Maximum allowable cable length is 36'.
Required minimum cable installation tension is 373#
Cable railing
Cable deflection calculations
Cable =1 / 8" dia (area inA2) = 0.0123
-', Modulus of elasticity (E, psi) = 26000000
Cable strain =Ct/ (A'E)'L(in) = additional strain from imposed loading
Cable installation load (lbs) = 373 -
i Total Cable length (it) _ 36 +
Cable free span (inches) = 42
! Calculate strain for a given displacement (one span) Imposed Cable load giving displ.
delta (in) strain (in) Ct net (lb) r Ct tot (lbs) Conc. Load (1b)1 Uniform Id (plf)
-0.25 0.00298-_ f - - -2.2 ! 375.2- _- 8.9 _-r---5.1 - -
0.375 0.00670 4.9 377 9 13.5 7.7
__
0.35 0.01440 10.6 _ 383.6 _ 20.1 11.5 Ji
F _0.75 t 0.02678 19.8 392.8 28.1 16.0
1 - -' 0.04759- - - 35.2 408.2 38.9 - - - 22.2
2 0.19005 140.4 j 513.4 97.8 _ 55.9
2.5 0.29657 219.0 592.0 141.0 80.6 ._
3.03 0.43493 321.2 694.2 200.3 114.5
End post Cable loading
Cable tension - 373#/ Cable no in -fill load
w = 373# = 124.3#/in Mw = (39")2 • 124.3#/in = 23,639#"
3" 8
END AND CORNER POSTS MUST BE REINFORCED.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® - Horizontal Cablerail Infill
11/26/2014 Page 56 of 60
For a maximum cable length of 60'.
Maximum cable free span is 35"
Required minimum cable installation tension is 349#.
Intermediate tensioning device is required (turnbuckle or similar device).
Cable railing
Cable deflection calculations '
Cable = 1 /8" dia (area in^2) = 0.0123
Modulus of elasticity (E, psi) = 26000000
Cable strain=Ct/(A*E) *L(in) = additional strain from imposed loading
Cable installation load (lbs) = 349
* i
Total Cable length W = 60
Cable free span (inches) = 35 ~
Calculate strain for a given displacement (one span) _ Imposed Cable load giving dispL i
delta (in) strain (in) Ct net (Ib) Ct tot (Ibs) Conc_Load (lb) I Uniform Id (plf)
0.25 0.00357 1.6 350.6 ! 10.0 6.9
t-- ..-- - f ----- t + - ---- -- 4 - - -- -- ---+ -- - ---- - --
_ 0.375 0.00803 3.6 352.6 15.1 - 10.4
0.55 0.01728 7.7 356.7 22.4 15.4
0.75 0.03213 14.2 363.2 31.1 21.3
1 0.05710 25.3 374.3 42.8 29.3
2 _ _ 0.22783 101.0 450.0 r 102.8 70.5
2.5 - _ 0_35534 157.5 506.5 .144.7
3.03 0.52075 230.8 579.8 200.8 137.7
-- -- -- -- - -- - --- - - 8 _ 200 - -' - ----
NOTE: WHEN CABLE LENGTH EXCEEDS 36' AN ADDITIONAL TENSIONING DEVICE
IS REQUIRED TO TAKE UP CABLE STRAIN AND ASSURE ADEQUATE CABLE
PRETENSION, WHEN LENGTH EXCEEDS 72' THREE DEVICES ARE REQUIRED.
End post Cable loading
Cable tension - 349#/ Cable no in -fill load
w = 349# = 116.3#/in Mw = (39")2 • 116.3#/in = 22,118#"
3" 8
END AND CORNER POSTS MUST BE REINFORCED.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
Feeney Design -Rail® - Horizontal Cablerail Infill
11/26/2014
For a maximum cable pretension of 440#.
Maximum allowable cable length is 98.4'.
Maximum cable free span is 35"
Two intermediate tensioning devices are required (turnbuckle or similar device).
Cable railing
Cable deflection calculations !
Cable =1 / 8" dia (area in^2) = ' 0.0123
Modulus of elasticity (E, psi) 26000000
Cable strain =Ct/(A E) `L(in) =additional strain from imposed loading
'Cable installation load (Ibs) 440
Total Cable length (ft) = f 98.4
Cable free span (inches) _ 35
r--_ Calculate ( strain for a given displacement (one span) - ,_. 'Imposed Cable load giving displ. I
delta in strain (in) 1 Ct net (lb) 11 Ct tot (lbs) I Conc. Load (lb) j Uniform Id (plf)
0.25 L
0.00357 11
10
441.0
12.6
8.6
0 375
0.00803
2.2
442.2
19.0
-
13.0
0.55
0.01728
4.7
444.7
28.0
19.2
0.75
0.03213
448.7 !
38.5
26.4
r--- -�
-- -- 1---
-8.7
-- -_
----�-----------
1
0.05710 !
15.4
1 455.4
52.0
j
35.7
------------
2
0.22783
61.6
1 501.6 !
114.6
78.6
2.5 _
0.35534 _
96.0
! 536.0
153.1
105.0
'- 3.02
0.51734 -�
1398
__,_ 5798 i _
_2001
137.2�
End post Cable loading
Cable tension - 440#/ Cable no in -fill load
w = 440# = 146.67#/in Mw = (39" )2 • 146.67#/in")z • 146.67#/in = 27,885#"
3" 8
END AND CORNER POSTS MUST BE REINFORCED.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
j. , ,
Feeney Design -Rail® - Horizontal Cablerail Infill
For a maximum cable pretension of 440#.
Maximum allowable cable length is 45.2'.
Maximum cable free span is 42"
11/26/2014 F_aL�of �O,ae� .yj'E ,
Intermediate_ tensioning device is require_ d (turnbuckle or similar device).
Cable railing
4Cable deflection calculations
j Cable = 1 / 8" dia (area inA2) =
0.0123
Modulus of elasticity (E, psi) _
26000000
(Cable strain=Ct/(A`E)'L(in) =
additional strain from imposed loading
,cable installation load (lbs) _
440
-
Total Cable length (R) _
45.2
L(:ablefree span (inches)=- --
--42 -T
- --- _
j_
-_--_----�--
--
Calculate strain for a given displacement (one span)
i Imposed Cable load
giving displ.
delta (in) _ _ strain (in) _
Ct net (lb)
Ct tot (lbs)
Conc. Load (lb). Uniform Id (plf)
ii
0.25 0.0029_8
1.8
441.8
10.5
6.0
_
r 0.375 _ 0.00670
0.55 0.01440
_3_.9
8.5
443.9
_
}� 15.9 Y __
9.1
-
_ _
448.5 -
23.5
13.4
0.75 0.02678
15.8
455.8
1 32.6
18.6
1 0.04759
28.0 1
468.0
44.6
25.5
f 2
0.19005
111.8
551.8
1 105.1
60.1
_
_ a
2.50.29657
174.5
614.5
146.3
83.6
_
- _
3.03 0.43493
255.9
695.9
1200.8 1
114.7 1
End post Cable loading
Cable tension - 440#/ Cable no in -fill load
w = 440# = 146.67#/in Mw = (39")2 • 146.67#/in = 27,885#"
3" 8
END AND CORNER POSTS MUST BE REINFORCED.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
4,
� y
Feeney Design -Rail® - Horizontal Cablerail Infill 11/26/2014 ag(939
For a maximum post spacing of 60" on center with intermediate cable spreader.
Maximum allowable cable length is 144'. (1/8" cable may not exceed this length.)
Maximum cable free span is 27.625" (Posts @ 60" on center with center picket)
Required cable pretension is 354#
Three intermediate tensioning devices are required (turnbuckle or similar device).
Cable railing
Cable deflection calculations
Cable = 1 / 8" dia (area in^2) = 0.0123
Modulus of elasticity (E, psi) _ 26000000
Cable strain=Ct/(A'E)'L(in) = additional strain from imposed loading
Cable installation load (Ibs) _ 354
Total Cable length (ft) = 144
Cable free span (inches) _ - 27.625
Calculate strain for a given displacement (one span)1 Imposed Cable load giving displ.
delta (in) strain (in) Ct net (lb) Ct tot (Ibs) 1 Conc. Load (lb) Uniform Id (pit)
0.00452 -0.8_ --�- 354.8 -- 12.8----_'11.2
}- -
0.375 - ! 0.01018 1.9 355.9 I 19.3 16.8 - )
0.55 ! _ 0.02189 r _ - -4_0 _ _ 358.0 2_8.5 _24.8
t _
0.75 _ r 0.04069 7.5 361.5 j 39.3 34.1
1 0.07230 13.4 367.4 1 53.2 46.2
2 0.28809 53.2 407.2 117.9 102.4
2.5 _ �--0.44884 ! 82.9 -436.9 . 158.1- -' _ 137.4 -
� 2.95 -', 0.62302 ' 115.0 � 469.0 ' 200.3 174.1 �
End post Cable loading
Cable tension - 354#/ Cable no in -fill load
w = 354# = 118#/in Mw = (39")2 • 118#/in = 22,435#"
3" 8
END AND CORNER POSTS MUST BE REINFORCED.
For 1/8" diameter cable:
Cable pretension, free span and total length under no circumstance shall exceed the following
limits.
MAXIMUM CABLE PRETENSION SHALL NOT EXCEED 440#.
MAXIMUM CABLE FREE SPAN MAY NOT EXCEED 42".
MAXIMUM CABLE LENGTH SHALL NOT EXCEED 144'.
Cable installation parameters are dependent on each other and must be balanced for the specific
installation as shown in the examples herein. When cable length increases the allowable free
span decreases. When cable free span increases the allowable cable length decreases.
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com
..a
Feeney Design -Rail® — Horizontal Cablerail Infill
its from National Desi
cable 11.2A Lag Screw Withdrawal
11/26/2014 w aeQ�oO
Values (W)1
Thin fated withdrawal design values (R) are in pounds per inch of thread penetration into side grain of main member.
Length of thread penetration in main member shall not include the length of the tapered tip (see Appendix L).
Specific
Gravity
Lag Screw Unthreaded Shank Diameter, D
G
1/4"
5/16"
3/8"
7/16"
1 1/2"
5/8"
3/4"
7/8"
1"
1-1/8"
1-114"
0.73
397
469
538
604
668
789
905
1016
1123
1226
1327
0.68
357
} 422
484
•543
600
•709
813�
913
� 6
1009
1103
y1193
::�-49�15
,yJ
0.58
281
332
381
428
353
473
390
559
461
641
528
719
593
795
656
869
716
940
775
0.51
232
274
314•
0.49
218
258
296
332
367
434
498
559
617
674
730
0.46
99
235
269 -
•302
334
395
453
508
562
613
664
y. kill:
Z
•t
{+p
+600
0.43
179
212
243 -
273
302
357
409
459
508.
554
167
198
226
254-
281
332
381
428
473
516
559 '
p�g�0.41
U3S3sAvuYL .
_:'P-•.
IR
',.J.
�.�_
M_�''-
�353
•479
0.39
155
183
210
236
261
308
397
438
518
•0.37,
_
143
169
+. 194
.2is
241
285 •u•326
.. 367
337
405
373
443
-
479
179
200
222
262
300
407
441
0.35
132
156
I. Tabulated withdrawal design values (W) for log saew eanaec0mn shall be multiplied by as applicable 4wanmt factors (sce Table 10.3.1).
m
N
Y
&
fsa
ii
n
2
m�
m
g
j
n:
c9
!pj
c�Sz
99:2
t'7
y
Z11
Zl
za
Zl
Za
Zl
711
Zl
Za
Zl
Za
Zy
In.
In,
lbs.
ibs,
lbs.
lbs.
tbs.
tbs.
tbs.
ibs,
lbs.
lbs,
lbs.
tbs.
0.075
114
170
130
161
120
150
110
150
110
150
100
140
100
(14gage)
5116
220
160
200
140
190
130
190
130
190
130
180
120
318
220
160
200
140
200
130
190
130
190
120
18D
120
0.105
114
180
140
170
130
160
120
160
120
160
110
150
110
(12 gage)
5116
230
170
210
150
200
140
200
140
190
130
190
130
318
230
160
210
140
200
140
200
130
200
130
190
120
0.120
114
190
150
180
130
170
120
170
120
160
120
160
110
(11 gage)
5118
230
170
210
150
210
140
200
140
200
140
190
130
'
318
240
170
220
150
210
140
210
140
1 200
'130
1 200
130
0.134
114
200
150
180
140
180
130
170
130
170
120
180
120
(10 gage)
5116
240
180
220
160
210
150
210
140
200
1
140
200
1
130
318
240
170
1 - 220--150—
—220
— 140
^210'
740
210
140
200
130
EDWARD C. ROBISON, PE
10012 Creviston Dr NW
Gig Harbor, WA 98329
253-858-0855/Fax 253-858-0856 elrobison@narrows.com